Weaver Road Senior Housing Traffic Impact Analysis

Gibson Traffic Consultants, Inc. 2813 Rockefeller Avenue Suite B Everett, WA 9821 425.339.8266 Weaver Road Senior Housing Traffic Impact Analysis Jurisdiction: City of Snohomish January 218 GTC #17-37

Weaver Road Senior Housing Traffic Impact Analysis TABLE OF CONTENTS 1. DEVELOPMENT IDENTIFICATION... 1 2. METHODOLOGY... 1 3. TRIP GENERATION... 3 4. TRIP DISTRIBUTION... 4 5. INTERSECTION LEVEL OF SERVICE ANALYSIS... 7 5.1 Turning Movement Volumes... 7 5.1.1. Existing Turning Movements... 7 5.1.2. 22 Baseline Turning Movements... 7 5.1.3. 22 Future with Development Turning Movements... 7 5.2 Intersection Level of Service Analysis Summary... 11 6. TRAFFIC MITIGATION FEES... 11 6.1 Development-Specific Off-Site Mitigation... 11 6.2 City of Snohomish Traffic Mitigation Fee... 12 7. CONCLUSIONS... 12 LIST OF FIGURES Figure 1: Site Vicinity Map... 2 Figure 2: AM Peak-Hour Trip Distribution... 5 Figure 3: PM Peak-Hour Trip Distribution... 6 Figure 4: Existing Turning Movements... 8 Figure 5: 22 Baseline Turning Movements... 9 Figure 6: 22 Future with Development Turning Movements... 1 LIST OF TABLES Table 1: Level of Service Criteria for Intersections... 3 Table 2: Trip Generation Summary... 4 Table 3: Intersection Level of Service Summary PM Peak-hour... 11 ATTACHMENTS Trip Generation Data... A Count Data and Turning Movement Calculations... B Level of Service Calculations... C Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com i GTC #17-37

Weaver Road Senior Housing Traffic Impact Analysis 1. DEVELOPMENT IDENTIFICATION Gibson Traffic Consultants, Inc. (GTC) has been retained to provide a traffic impact analysis for the proposed Weaver Road Senior Housing development. Brad Lincoln, responsible for this report and traffic analysis, is a licensed professional engineer (Civil) in the State of Washington and member of the Washington State section of ITE. The Weaver Road Senior Housing development is located on the south side of Weaver Road, west Bickford Avenue. The development is proposed to consist of 1 attached senior housing units on a vacant parcel. The proposed development is expected to be fully constructed and occupied by the end of 22. Therefore, 22 was utilized as the developments horizon year for future analysis. The development is proposed to have two accesses to Weaver Road. A site vicinity map has been included in Figure 1. 2. METHODOLOGY Data contained in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 1 th Edition (217) has been used for the proposed use. The distribution of trips generated by the site is based on surrounding land uses. The analysis contained in this report is based on scoping discussions with City of Snohomish staff. The following intersections have therefore been analyzed as part of this report: 1. Bickford Avenue at Weaver Road 2. Bickford Avenue at 19 th Place/Bickford Cut-Off 3. Bickford Avenue at 15 th Street/Avenue D The peak-hour level of service (LOS) analysis calculations were completed using the Synchro 9.1, Build 914 software for unsignalized and signalized intersections. The Sidra 6.1 software has been utilized for roundabout intersections. These software packages apply the operational analysis methodology of the current Highway Capacity Manual (HCM). Traffic congestion is generally measured in terms of level of service. In accordance with the 21 HCM, road facilities and intersections are rated between LOS A and LOS F, with LOS A being free flow and LOS F being forced flow or over-capacity conditions. The level of service criteria is summarized in Table 1. The level of service at two-way stop-controlled intersections is based on the average delay of the worst approach. The level of service at signalized and all-way stop-controlled intersections is based on the average delay for all approaches. Geometric characteristics and conflicting traffic movements are taken into consideration when determining level of service values. The roundabout analysis in this report has been performed based on the Washington State Department of Transportation (WSDOT) roundabout analysis policy. WSDOT evaluates roundabouts on volume-to-capacity (v/c) ratio with.92 being the threshold for acceptable operations using the HCM 2 methodology. The level of service from Sidra has also been summarized in this report. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 1 GTC #17-37

92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE 131ST AVE SE 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE 56TH ST SE BUNK FOSS RD S MACHIAS RD 64TH ST SE WEAVER RD SITE #1 #2 PARK AVE 72ND ST SE RIVERVIEW RD AVENUE D 89TH AVE SE #3 BONNEVILLE AVE 88TH ST SE AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND #X SITE LOCATION STUDY INTERSECTION 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 1 SITE VICINITY MAP

Weaver Road Senior Housing Traffic Impact Analysis Table 1: Level of Service Criteria for Intersections Level of 1 Expected Intersection Control Delay (Seconds per Vehicle) Service Delay Unsignalized Intersections Signalized Intersections A Little/No Delay <1 <1 B Short Delays >1 and <15 >1 and <2 C Average Delays >15 and <25 >2 and <35 D Long Delays >25 and <35 >35 and <55 E Very Long Delays >35 and <5 >55 and <8 F Extreme Delays 2 >5 >8 The acceptable level of service for intersections within the City of Snohomish is LOS D. The intersections of Bickford Avenue at Weaver Road and 19 th Place/Bickford Cut-Off are currently two-way stop-controlled intersections. The City of Snohomish has identified improvements to these intersections in the 218-223 Transportation Improvement Plan (TIP) Priority List. The analysis in this report has been performed for the existing conditions, 22 baseline conditions and 22 future with development conditions during the weekday PM peakhour. 3. TRIP GENERATION The trip generation calculations for the Weaver Road Senior Housing development are based on the average trip generation rates for ITE Land Use Code 252, Senior Adult Housing Attached, from ITE Trip Generation Manual, 1 th Edition (217). The trip generation of the 1 units of the Weaver Road Senior Housing development is summarized in Table 2. 1 Source: Highway Capacity Manual 21. LOS A: Free-flow traffic conditions, with minimal delay to stopped vehicles (no vehicle is delayed longer than one cycle at signalized intersection). LOS B: Generally stable traffic flow conditions. LOS C: Occasional back-ups may develop, but delay to vehicles is short term and still tolerable. LOS D: During short periods of the peak hour, delays to approaching vehicles may be substantial but are tolerable during times of less demand (i.e. vehicles delayed one cycle or less at signal). LOS E: Intersections operate at or near capacity, with long queues developing on all approaches and long delays. LOS F: Jammed conditions on all approaches with excessively long delays and vehicles unable to move at times. 2 When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which may cause severe congestion affecting other traffic movements in the intersection. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 3 GTC #17-37

Weaver Road Senior Housing Traffic Impact Analysis 1 Attached Senior Housing Units Table 2: Trip Generation Summary Average Daily Trips AM Peak-Hour Trips PM Peak-Hour Trips Inbound Outbound Total Inbound Outbound Total Inbound Outbound Total Generation Rate 3.7 trips per unit.2 trips per unit.26 trips per unit Splits 5% 5% 1% 35% 65% 1% 55% 45% 1% Trips 185 185 37 7 13 2 14 12 26 The Weaver Road Senior Housing development is anticipated to generate 37 new average daily trips with 2 new AM peak-hour trips and 26 new PM peak-hour trips. The ITE trip generation data is included in the attachments. 4. TRIP DISTRIBUTION Trip distribution and traffic assignment for the proposed development is based on surrounding land uses. It is estimated that 65% of the development s trips will travel along Bickford Avenue, forty percent to and from the south and twenty-five percent to and from the north. Approximately 25% of development s trips will travel along SR-9, fifteen percent to and from the south and ten percent to and from the north. The remaining 1% of the development s trips are anticipated to be local trips north of the site. Detailed trip distributions showing the AM peak-hour trips and the PM peakhour trips are included in Figure 2 and Figure 3, respectively. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 4 GTC #17-37

37 92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE 3 93 25 2 56TH ST SE LOCAL 2 37 1 1 1 1 BUNK FOSS RD S MACHIAS RD 64TH ST SE WEAVER RD SITE PARK AVE 89TH AVE SE 72ND ST SE RIVERVIEW RD 85TH AVE SE 18 1 5 1 1 37 1 BONNEVILLE AVE AVENUE D 3 5 148 4 MAPLE AVE 131ST AVE SE 88TH ST SE 1 2 55 15 AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND AWDT AM PEAK XX NEW DAILY TRAFFIC NEW PEAK-HOUR TRIPS TRIP DISTRIBUTION % 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 2 DEVELOPMENT TRIP DISTRIBUTION AM PEAK-HOUR

37 92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE 3 93 25 4 56TH ST SE LOCAL 1 1 37 1 1 1 1 BUNK FOSS RD S MACHIAS RD 64TH ST SE WEAVER RD SITE PARK AVE 89TH AVE SE 72ND ST SE RIVERVIEW RD 85TH AVE SE 19 1 1 5 1 1 37 1 BONNEVILLE AVE AVENUE D 6 5 148 4 MAPLE AVE 131ST AVE SE 88TH ST SE 2 2 56 15 AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND AWDT PM PEAK XX NEW DAILY TRAFFIC NEW PEAK-HOUR TRIPS TRIP DISTRIBUTION % 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 3 DEVELOPMENT TRIP DISTRIBUTION PM PEAK-HOUR

Weaver Road Senior Housing Traffic Impact Analysis 5. INTERSECTION LEVEL OF SERVICE ANALYSIS Level of service analysis has been performed for the following study intersections: 1. Bickford Avenue at Weaver Road 2. Bickford Avenue at 19 th Place/Bickford Cut-Off 3. Bickford Avenue at 15 th Street/Avenue D The analysis uses the existing channelization at the study intersection as well as the existing peakhour factors and heavy-vehicle factors. The City of Snohomish has planned improvements for the intersections of Bickford Avenue at Weaver Road and 19 th Place/Bickford Cut-Off; however, it is not clear in the latest TIP what those improvements are. The 22 baseline and 22 future with development level of service analysis for these intersections have therefore been analyzed with the existing channelization and control and assuming the improvements will be signalization. 5.1 Turning Movement Volumes 5.1.1. Existing Turning Movements Existing counts were collected at the study intersection by the independent counting firm Traffic Data Gathering (TDG) in December 217 for the PM peak-hour. The existing turning movement volumes at the study intersections are shown in Figure 4 for the PM peak-hour. The count data is also included in the attachments. 5.1.2. 22 Baseline Turning Movements The 22 baseline turning movements have been calculated by applying a 2% annually compounding growth rate to the existing turning movements. The 22 baseline turning movements at the study intersections are shown in Figure 5 PM peak-hour. 5.1.3. 22 Future with Development Turning Movements The 22 future with development turning movements have been calculated by adding the trips generated by the development to the 22 baseline turning movements. The 22 future with development turning movements are shown in Figure 6 for the PM peak-hour. The turning movement calculations are also included in the attachments. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 7 GTC #17-37

92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE 131ST AVE SE 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE 64TH ST SE WEAVER RD 56TH ST SE SITE 3 668 52 35 31 6 2 6 1,164 33 BUNK FOSS RD 113 534 32 PARK AVE 23 5 133 56 891 42 262 4 3 S MACHIAS RD 72ND ST SE RIVERVIEW RD AVENUE D 89TH AVE SE 235 2 BONNEVILLE AVE 54 25 482 9 6 4 2 183 2 113 664 1 1 88TH ST SE AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND XXX PM PEAK-HOUR TURNING MOVEMENT VOLUMES 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 4 EXISTING TURNING MOVEMENTS

92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE 131ST AVE SE 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE 64TH ST SE WEAVER RD 56TH ST SE SITE 3 79 55 37 33 6 2 6 1,235 35 BUNK FOSS RD 12 567 34 PARK AVE 24 5 141 59 946 45 278 4 3 S MACHIAS RD 72ND ST SE RIVERVIEW RD AVENUE D 89TH AVE SE 249 2 BONNEVILLE AVE 57 27 512 1 64 4 2 194 2 12 75 1 11 88TH ST SE AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND XXX PM PEAK-HOUR TURNING MOVEMENT VOLUMES 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 5 22 BASELINE TURNING MOVEMENTS

92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE 131ST AVE SE 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE 64TH ST SE WEAVER RD 56TH ST SE SITE 3 79 61 42 39 6 2 6 1,235 42 BUNK FOSS RD 121 572 34 PARK AVE 24 5 141 59 952 45 279 4 3 S MACHIAS RD 72ND ST SE RIVERVIEW RD AVENUE D 89TH AVE SE 249 2 BONNEVILLE AVE 57 27 517 1 64 4 2 194 2 12 711 1 11 88TH ST SE AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND XXX PM PEAK-HOUR TURNING MOVEMENT VOLUMES 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 6 22 FUTURE WITH DEVELOPMENT TURNING MOVEMENTS

Weaver Road Senior Housing Traffic Impact Analysis 5.2 Intersection Level of Service Analysis Summary The PM Peak-hour level of service analysis for the existing, 22 baseline and 22 future with development conditions for the study intersections is summarized in Table 3. Table 3: Intersection Level of Service Summary PM Peak-hour Intersection 1. Bickford Avenue at Weaver Road with TIP Improvements 2. Bickford Avenue at 19 th Place/Bickford Cut-Off with TIP Improvements 3. Bickford Avenue at 15 th Street/Avenue D Control Existing Conditions 22 Baseline Conditions 22 Future w/ Development Conditions LOS Delay LOS Delay LOS Delay Unsignalized F 255.9 sec F 45.4 sec F 515. sec Signal --- --- B 12.2 sec B 13.4 sec Unsignalized F 279.2 sec F 392.9 sec F 41. sec Signal --- --- C 2.4 sec C 2.7 sec Roundabout A 9.2 sec.68 v/c B 11. sec.79 v/c B 11.2 sec.8 v/c The level of service analysis shows that the intersections of Bickford Avenue at Weaver Road and 19 th Place/Bickford Cut-Off are currently failing and will continue to fail with the current control and channelization. The analysis also shows that improvements to the intersections, which are included as part of the 218-223 TIP, would allow the intersection to operate at acceptable levels with a signal. The intersection of Bickford Avenue at 15 th Street/Avenue D currently operates at LOS A and is anticipated to operate at LOS B with the development. Additionally, the v/c ratio will stay below the WSDOT threshold of.92 with the development. The level of service calculations are included in the attachments 3. 6. TRAFFIC MITIGATION FEES 6.1 Development-Specific Off-Site Mitigation The development will impact two intersections that are currently operating at LOS F. However, both of these intersections are planned to be improved as part of the 218-223 6-Year TIP. A signal improvement as part of the TIP, without additional channelization, would allow the intersections to operate at LOS C or better. The Weaver Road Senior Housing development should therefore not have to construct or contribute additional improvements other than required site frontage improvements and standard traffic mitigation fees. 3 Vehicle volumes in the Sidra report print outs account for the peak-hour factors. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 11 GTC #17-37

Weaver Road Senior Housing Traffic Impact Analysis 6.2 City of Snohomish Traffic Mitigation Fee The City of Snohomish traffic mitigation fee is $1,63. per PM peak-hour trip. The Weaver Road Senior Housing development is anticipated to generate 26 PM peak-hour trips. The trip generation will result in City of Snohomish traffic mitigation fees of $41,678.. 7. CONCLUSIONS The Weaver Road Senior Housing development is proposed to consist of 1 attached senior residential units. The development is anticipated to generate 37 average daily trips with 2 AM peak-hour trips and 26 PM peak-hour trips. The level of service analysis shows that two study intersections currently operate at deficient LOS F. However, both intersections are scheduled for improvements as part of the 218-223 TIP. Signal improvements at these intersections will allow them to operate at acceptable levels of service. The intersection of Bickford Avenue at 15 th Street/Avenue D currently operates at an acceptable level of service and is anticipated to remain at an acceptable level with the development. Off-site improvements should therefore not be required for the Weaver Road Senior Housing development. The total traffic mitigation fees for the development are $41,678., which is equivalent to $416.78 for each of the 1 units. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 12 GTC #17-37

Trip Generation Data A

A - 1

A - 2

A - 3

Count Data and Turning Movement Calculations B

TURNING MOVEMENTS DIAGRAM 4: PM - 6: PM PEAK HOUR: 4:3 PM TO 5:3 PM Peds = 1 Bickford Avenue Bicycles 723 52 668 U-Turn 3 1,25 Weaver Road 85 6 Weaver Road Bicycles 8 Peds = 2 U-Turn 35 2 U-Turn Peds = 1 66 9 Bicycles 31 INTERSECTION PEAK HOUR VOLUME IN OUT Bickford Avenue 71 33 1164 6 HV U-Turn SB 2.6% 1,23 NB 4.3% 2, WB.% 2, EB 3.% Bicycles PHF.98.98.4.75 Peds = INTRS. 3.7%.97 PHF = Peak Hour Factor HV = Heavy Vehicle Bickford Avenue @ Weaver Road Snohomish, WA COUNTED BY: LH DATE OF COUNT: Wed. 12/6/17 REDUCED BY: CN TIME OF COUNT: 4: PM - 6: PM REDUCTION DATE: Thu. 12/7/17 WEATHER: Sunny B - 1

TURNING MOVEMENTS DIAGRAM 4: PM - 6: PM PEAK HOUR: 4:3 PM TO 5:3 PM Peds = Bickford Avenue Bicycles 679 32 534 U-Turn 113 1,176 19th Place 78 262 4 Bickford Cut-Off Bicycles 269 Peds = 2 U-Turn 23 3 U-Turn Peds = 1 161 5 174 Bicycles 133 INTERSECTION PEAK HOUR VOLUME IN OUT Bickford Avenue 67 42 891 56 HV U-Turn SB 2.2% 989 NB 4.3% 2,98 WB 4.5% 2,98 EB.6% Bicycles PHF.93.93.72.86 Peds = INTRS. 3.4%.97 PHF = Peak Hour Factor HV = Heavy Vehicle Bickford Avenue @ Bickford Cut-Off/19th Place Snohomish, WA COUNTED BY: CN DATE OF COUNT: Wed. 12/6/17 REDUCED BY: CN TIME OF COUNT: 4: PM - 6: PM REDUCTION DATE: Thu. 12/7/17 WEATHER: Sunny B - 2

TURNING MOVEMENTS DIAGRAM 4: PM - 6: PM PEAK HOUR: 4: PM Peds = 2 TO 5: PM Bickford Avenue Bicycles 57 9 482 U-Turn 54 25 959 15th Street 12 235 2 Avenue D Bicycles 422 Peds = 6 U-Turn 6 183 2 U-Turn Peds = 3 66 4 142 Bicycles 2 1 664 113 HV PHF INTERSECTION PEAK HOUR VOLUME IN OUT Avenue D 1 667 U-Turn SB 2.5% 788 NB 4.6% 1,846 WB 3.6% 1,846 EB 4.5% Bicycles.92.83.86.63 Peds = 4 INTRS. 3.7%.94 PHF = Peak Hour Factor HV = Heavy Vehicle Bickford Avenue @ Avenue D Snohomish, WA COUNTED BY: VT/CN DATE OF COUNT: Wed. 12/6/17 REDUCED BY: CN TIME OF COUNT: 4: PM - 6: PM REDUCTION DATE: Sun. 12/1/17 WEATHER: Sunny B - 3

1 Bickford Ave at Weaver Rd Synchro ID: 1 Existing 723 1,928 1,25 Average Weekday 52 668 3 35 1,164 6 PM Peak Hour 52 Bickford Avenue 6 Year: 12/6/217 85 8 33 2 Data Source: TDG 151 Weaver Road 2, Weaver Road 17 North 35 3 66 9 31 Bickford Avenue 6 31 668 2 33 1,164 6 71 1,94 1,23 Future without Project 767 2,45 1,278 Average Weekday 55 79 3 37 1,235 6 PM Peak Hour 55 Bickford Avenue 6 Year: 22 9 8 Growth Rate = 2.% 35 2 Years of Growth = 3 16 Weaver Road 2,121 Weaver Road 17 North Total Growth = 1.612 37 3 7 9 33 Bickford Avenue 6 33 79 2 35 1,235 6 744 2,2 1,276 Total Project Trips 6 11 5 Average Weekday 6 5 PM Peak Hour 6 Bickford Avenue 13 7 24 Weaver Road 24 Weaver Road North 5 11 6 Bickford Avenue 6 7 6 13 7 Future with Project 773 2,56 1,283 Average Weekday 61 79 3 42 1,235 6 PM Peak Hour 61 Bickford Avenue 6 13 8 42 2 184 Weaver Road 2,145 Weaver Road 17 North 42 3 81 9 39 Bickford Avenue 6 39 79 2 42 1,235 6 75 2,33 1,283 B - 4

2 Bickford Ave at 19th Pl Synchro ID: 2 Existing 679 1,855 1,176 Average Weekday 32 534 113 23 891 262 PM Peak Hour 32 Bickford Avenue 262 Year: 12/6/217 78 4 4 269 42 3 Data Source: TDG 239 19th Place 2,98 Bickford Cut-Off 443 North 23 113 161 5 5 174 133 Bickford Avenue 56 133 534 3 42 891 56 67 1,659 989 Future without Project 721 1,969 1,248 Average Weekday 34 567 12 24 946 278 PM Peak Hour 34 Bickford Avenue 278 Year: 22 83 4 4 285 Growth Rate = 2.% 45 3 Years of Growth = 3 253 19th Place 2,226 Bickford Cut-Off 469 North Total Growth = 1.612 24 12 17 5 5 184 141 Bickford Avenue 59 141 567 3 45 946 59 711 1,761 1,5 Total Project Trips 6 13 7 Average Weekday 5 1 6 1 PM Peak Hour Bickford Avenue 1 1 19th Place 13 Bickford Cut-Off 2 North 1 1 Bickford Avenue 5 6 5 11 6 Future with Project 727 1,982 1,255 Average Weekday 34 572 121 24 952 279 PM Peak Hour 34 Bickford Avenue 279 83 4 4 286 45 3 253 19th Place 2,239 Bickford Cut-Off 471 North 24 121 17 5 5 185 141 Bickford Avenue 59 141 572 3 45 952 59 716 1,772 1,56 B - 5

3 Bickford Ave at Ave D Synchro ID: 3 Existing 57 1,583 1,13 Average Weekday 9 482 25 6 664 235 PM Peak Hour 54 U-Turn 9 Bickford Avenue 235 Year: 12/6/217 12 2 2 422 1 U-Turn 2 183 Data Source: TDG 78 15th Street 1,846 Avenue D 566 North 6 25 66 4 4 144 2 Bickford Avenue 113 U-Turn 1 2 482 183 1 664 113 677 1,465 788 Future without Project 66 1,681 1,75 Average Weekday 1 512 27 64 75 249 PM Peak Hour 57 U-Turn 1 Bickford Avenue 249 Year: 22 13 2 2 447 Growth Rate = 2.% 1 U-Turn 2 194 Years of Growth = 3 83 15th Street 1,96 Avenue D 6 North Total Growth = 1.612 64 27 7 4 4 153 2 Bickford Avenue 12 U-Turn 11 2 512 194 1 75 12 719 1,556 837 Total Project Trips 5 11 6 Average Weekday 5 6 PM Peak Hour U-Turn Bickford Avenue U-Turn 15th Street 11 Avenue D North Bickford Avenue U-Turn 5 6 5 11 6 Future with Project 611 1,692 1,81 Average Weekday 1 517 27 64 711 249 PM Peak Hour 57 U-Turn 1 Bickford Avenue 249 13 2 2 447 1 U-Turn 2 194 83 15th Street 1,971 Avenue D 6 North 64 27 7 4 4 153 2 Bickford Avenue 12 U-Turn 11 2 517 194 1 711 12 724 1,567 843 B - 6

Level of Service Calculations C

HCM 21 TWSC 1: Bickford Avenue & Weaver Road Weaver Road Senior Housing Intersection Int Delay, s/veh 11.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 31 2 6 33 1164 6 3 668 52 Future Vol, veh/h 35 31 2 6 33 1164 6 3 668 52 Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 15 - - 15 - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 75 75 75 4 4 4 98 98 98 98 98 98 Heavy Vehicles, % 3 3 3 4 4 4 3 3 3 Mvmt Flow 47 41 5 15 34 1188 6 3 682 53 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1954 1949 682 1966 1946 1191 682 1194 Stage 1 688 688-1258 1258 - - - - - - - Stage 2 1266 1261-78 688 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.1 6.5 6.2 4.14 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53-6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.13 5.53-6.1 5.5 - - - - - - - Follow-up Hdwy 3.527 4.27 3.327 3.5 4 3.3 2.236 - - 2.227 - - Pot Cap-1 Maneuver 48 64 448 48 66 231 91 - - 581 - - Stage 1 435 445-212 245 - - - - - - - Stage 2 26 24-429 45 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 43 61 448 42 63 231 91 - - 581 - - Mov Cap-2 Maneuver ~ 43 61-42 63 - - - - - - - Stage 1 419 443-24 236 - - - - - - - Stage 2 185 231-387 448 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 255.9 45.3.3 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 91 - - 75 19 581 - - HCM Lane V/C Ratio.37 - - 1.173.183.5 - - HCM Control Delay (s) 9.2 - - 255.9 45.3 11.2 - - HCM Lane LOS A - - F E B - - HCM 95th %tile Q(veh).1 - - 6.6.6 - - Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon Existing Conditions Gibson Traffic Consultants, Inc. [BJL 17-37] PM Peak-Hour C - 1

HCM 21 TWSC 2: Bickford Avenue & 19th Place/Bickford Cut-Off Weaver Road Senior Housing Intersection Int Delay, s/veh 45.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 5 133 3 4 262 42 891 56 113 534 32 Future Vol, veh/h 23 5 133 3 4 262 42 891 56 113 534 32 Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 125 - - - 2 - - 15 - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 86 86 86 72 72 72 93 93 93 93 93 93 Heavy Vehicles, % 1 1 1 5 5 5 4 4 4 2 2 2 Mvmt Flow 27 6 155 4 6 364 45 958 6 122 574 34 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 297 1943 591 1915 193 988 69 118 Stage 1 834 834-178 178 - - - - - - - Stage 2 1263 119-837 852 - - - - - - - Critical Hdwy 7.11 6.51 6.21 7.15 6.55 6.25 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.11 5.51-6.15 5.55 - - - - - - - Critical Hdwy Stg 2 6.11 5.51-6.15 5.55 - - - - - - - Follow-up Hdwy 3.59 4.9 3.39 3.545 4.45 3.345 2.236 - - 2.218 - - Pot Cap-1 Maneuver 38 65 59 5 65 ~ 296 96 - - 682 - - Stage 1 364 385-261 291 - - - - - - - Stage 2 29 286-357 372 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 51 59 27 51 ~ 296 96 - - 682 - - Mov Cap-2 Maneuver - 51-27 51 - - - - - - - Stage 1 347 316-249 277 - - - - - - - Stage 2-273 - 2 35 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 279.2.4 1.9 HCM LOS - F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 96 - - - 59 25 682 - - HCM Lane V/C Ratio.47 - - -.34 1.494.178 - - HCM Control Delay (s) 8.9 - - - 15.1 279.2 11.4 - - HCM Lane LOS A - - - C F B - - HCM 95th %tile Q(veh).1 - - - 1.3 21.9.6 - - Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon Existing Conditions Gibson Traffic Consultants, Inc. [BJL 17-37] PM Peak-Hour C - 2

SITE LAYOUT Site: Existing Conditions 3 - Bickford Avenue at Avenue D Roundabout SIDRA INTERSECTION 6.1 Copyright 2-215 Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: GIBSON TRAFFIC CONSULTANTS Created: Monday, January 8, 218 1:32:53 PM Project: H:\217\17-37\Sidra\Weaver Rd Senior Housing.sip6 C - 3

MOVEMENT SUMMARY Site: Existing Conditions 3 - Bickford Avenue at Avenue D Roundabout Movement Performance - Vehicles Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed veh/h % v/c sec veh ft per veh mph South: Bickford Avenue (NB) 3u U 11 4..682 13.7 LOS B 6.4 165.4.59.53 37. 3 L2 1 4..682 11.2 LOS B 6.4 165.4.59.53 36. 8 T1 76 4..682 5.3 LOS A 6.4 165.4.59.53 36. 18 R2 12 4..682 5.3 LOS A 6.4 165.4.59.53 34.9 Approach 838 4..682 5.4 LOS A 6.4 165.4.59.53 35.8 East: Avenue D (WB) 1u U 2 4..681 25.1 LOS C 7.6 196.2.99 1.17 31. 1 L2 195 4..681 22.6 LOS C 7.6 196.2.99 1.17 3.3 6 T1 2 4..681 16.7 LOS B 7.6 196.2.99 1.17 3.3 16 R2 25 4..681 16.7 LOS B 7.6 196.2.99 1.17 29.5 Approach 449 4..681 19.3 LOS B 7.6 196.2.99 1.17 29.9 North: Bickford Avenue (SB) 7u U 57 4..533 13.6 LOS B 4.4 112.3.6.55 36.5 7 L2 27 4..533 11.2 LOS B 4.4 112.3.6.55 35.6 4 T1 513 4..533 5.2 LOS A 4.4 112.3.6.55 35.5 14 R2 1 4..533 5.3 LOS A 4.4 112.3.6.55 34.5 Approach 66 4..533 6.3 LOS A 4.4 112.3.6.55 35.6 West: 15th Street (EB) 5 L2 64 4..1 14.4 LOS B.6 15.6.75.79 32.9 2 T1 4 4..1 8.4 LOS A.6 15.6.75.79 32.9 12 R2 2 4..1 8.5 LOS A.6 15.6.75.79 31.9 Approach 7 4..1 13.8 LOS B.6 15.6.75.79 32.9 All Vehicles 1964 4..682 9.2 LOS A 7.6 196.2.69.69 34.1 Level of Service (LOS) Method: Delay (HCM 2). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 Copyright 2-215 Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: GIBSON TRAFFIC CONSULTANTS Processed: Thursday, January 4, 218 1:25:59 PM Project: H:\217\17-37\Sidra\Weaver Rd Senior Housing.sip6 C - 4

HCM 21 TWSC 1: Bickford Avenue & Weaver Road Weaver Road Senior Housing Intersection Int Delay, s/veh 17.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 33 2 6 35 1235 6 3 79 55 Future Vol, veh/h 37 33 2 6 35 1235 6 3 79 55 Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 15 - - 15 - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 75 75 75 4 4 4 98 98 98 98 98 98 Heavy Vehicles, % 3 3 3 4 4 4 3 3 3 Mvmt Flow 49 44 5 15 36 126 6 3 723 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 272 268 723 287 265 1263 723 1266 Stage 1 73 73-1335 1335 - - - - - - - Stage 2 1342 1338-752 73 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.1 6.5 6.2 4.14 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53-6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.13 5.53-6.1 5.5 - - - - - - - Follow-up Hdwy 3.527 4.27 3.327 3.5 4 3.3 2.236 - - 2.227 - - Pot Cap-1 Maneuver ~ 39 54 425 39 55 29 87 - - 546 - - Stage 1 412 426-191 225 - - - - - - - Stage 2 187 221-45 431 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 35 51 425 34 52 29 87 - - 546 - - Mov Cap-2 Maneuver ~ 35 51-34 52 - - - - - - - Stage 1 395 424-183 216 - - - - - - - Stage 2 166 212-361 429 - - - - - - - Approach EB WB NB SB HCM Control Delay, s$ 45.4 55.4.3 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 87 - - 62 91 546 - - HCM Lane V/C Ratio.41 - - 1.55.22.6 - - HCM Control Delay (s) 9.3 - -$ 45.4 55.4 11.6 - - HCM Lane LOS A - - F F B - - HCM 95th %tile Q(veh).1 - - 8.2.8 - - Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon 22 Baseline Conditions PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 5

Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 37 33 2 6 35 1235 6 3 79 55 Future Volume (vph) 37 33 2 6 35 1235 6 3 79 55 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 15 15 Storage Lanes 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.936.899.999.85 Flt Protected.974.988.95.95 Satd. Flow (prot) 1682 1688 1736 1825 1752 1845 1568 Flt Permitted.83.936.319.69 Satd. Flow (perm) 1433 1599 583 1825 127 1845 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 73 73 73 Link Speed (mph) 3 3 3 3 Link Distance (ft) 61 465 145 946 Travel Time (s) 13.7 1.6 31.9 21.5 Peak Hour Factor.97.97.97.97.97.97.97.97.97.97.97.97 Heavy Vehicles (%) 3% 3% 3% % % % 4% 4% 4% 3% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) 72 8 36 1279 3 731 57 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 6 Detector Phase 4 4 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 Total Split (s) 22.5 22.5 22.5 22.5 9.5 58. 9.5 58. 58. Total Split (%) 25.% 25.% 25.% 25.% 1.6% 64.4% 1.6% 64.4% 64.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)....... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Min Act Effct Green (s) 6.5 6.5 62.8 62.8 61.8 6.7 6.7 Actuated g/c Ratio.8.8.81.81.8.79.79 v/c Ratio.39.4.7.86.1.5.5 Control Delay 14.9.4 2.1 16.2 2. 6.5 1.1 Queue Delay....... Total Delay 14.9.4 2.1 16.2 2. 6.5 1.1 LOS B A A B A A A Approach Delay 14.9.4 15.8 6.1 Approach LOS B A B A Queue Length 5th (ft) 2 254 72 Queue Length 95th (ft) 37 8 #969 2 279 8 22 Baseline Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) 521 385 1325 866 Turn Bay Length (ft) 15 15 Base Capacity (vph) 391 43 55 1487 27 153 1291 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.18.2.7.86.1.49.4 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 77.1 Natural Cycle: 12 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.86 Intersection Signal Delay: 12.2 Intersection LOS: B Intersection Capacity Utilization 8.8% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bickford Avenue & Weaver Road 22 Baseline Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 6

HCM 21 TWSC 2: Bickford Avenue & 19th Place/Bickford Cut-Off Weaver Road Senior Housing Intersection Int Delay, s/veh 63.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 5 141 3 4 278 45 946 59 12 567 34 Future Vol, veh/h 24 5 141 3 4 278 45 946 59 12 567 34 Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 125 - - - 2 - - 15 - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 86 86 86 72 72 72 93 93 93 93 93 93 Heavy Vehicles, % 1 1 1 5 5 5 4 4 4 2 2 2 Mvmt Flow 28 6 164 4 6 386 48 117 63 129 61 37 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2228 263 628 235 25 149 646 181 Stage 1 886 886-1146 1146 - - - - - - - Stage 2 1342 1177-889 94 - - - - - - - Critical Hdwy 7.11 6.51 6.21 7.15 6.55 6.25 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.11 5.51-6.15 5.55 - - - - - - - Critical Hdwy Stg 2 6.11 5.51-6.15 5.55 - - - - - - - Follow-up Hdwy 3.59 4.9 3.39 3.545 4.45 3.345 2.236 - - 2.218 - - Pot Cap-1 Maneuver 31 55 485 41 55 ~ 273 93 - - 645 - - Stage 1 341 364-239 27 - - - - - - - Stage 2 189 266-334 352 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 42 485 2 42 ~ 273 93 - - 645 - - Mov Cap-2 Maneuver - 42-2 42 - - - - - - - Stage 1 323 291-227 256 - - - - - - - Stage 2-252 - 173 282 - - - - - - - Approach EB WB NB SB HCM Control Delay, s $ 392.9.4 2 HCM LOS - F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 93 - - - 485 226 645 - - HCM Lane V/C Ratio.52 - - -.338 1.751.2 - - HCM Control Delay (s) 9.1 - - - 16.2$ 392.9 12 - - HCM Lane LOS A - - - C F B - - HCM 95th %tile Q(veh).2 - - - 1.5 26.8.7 - - Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon 22 Baseline Conditions PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 7

Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 5 141 3 4 278 45 946 59 12 567 34 Future Volume (vph) 24 5 141 3 4 278 45 946 59 12 567 34 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 125 2 15 Storage Lanes 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.85.868.991.992 Flt Protected.96.999.95.95 Satd. Flow (prot) 186 1599 1569 1736 181 177 1848 Flt Permitted.347.998.37.89 Satd. Flow (perm) 653 1599 1568 676 181 166 1848 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 145 27 6 6 Link Speed (mph) 3 3 3 3 Link Distance (ft) 4 528 186 145 Travel Time (s) 9.1 12. 41. 31.9 Peak Hour Factor.97.97.97.97.97.97.97.97.97.97.97.97 Heavy Vehicles (%) 1% 1% 1% 5% 5% 5% 4% 4% 4% 2% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 3 145 294 46 136 124 62 Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 22.8 22.8 22.8 22.8 22.8 9.6 57.4 9.8 57.6 Total Split (%) 25.3% 25.3% 25.3% 25.3% 25.3% 1.7% 63.8% 1.9% 64.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)....... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Act Effct Green (s) 1.8 1.8 1.8 55.7 5.6 58.1 55.1 Actuated g/c Ratio.13.13.13.69.63.72.69 v/c Ratio.34.43.76.9.91.55.49 Control Delay 42.9 9.9 24.2 3.9 27.6 18.1 9.5 Queue Delay....... Total Delay 42.9 9.9 24.2 3.9 27.6 18.1 9.5 LOS D A C A C B A Approach Delay 15.6 24.2 26.6 1.9 Approach LOS B C C B Queue Length 5th (ft) 14 42 4 39 13 148 Queue Length 95th (ft) 4 48 125 17 #841 #77 295 22 Baseline Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) 32 448 1726 1325 Turn Bay Length (ft) 125 2 15 Base Capacity (vph) 15 48 52 536 128 226 1283 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.2.3.57.9.86.55.48 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 8.4 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.91 Intersection Signal Delay: 2.4 Intersection LOS: C Intersection Capacity Utilization 91.5% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Bickford Avenue & 19th Place/Bickford Cut-Off 22 Baseline Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 8

SITE LAYOUT Site: 22 Baseline Conditions 3 - Bickford Avenue at Avenue D Roundabout SIDRA INTERSECTION 6.1 Copyright 2-215 Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: GIBSON TRAFFIC CONSULTANTS Created: Monday, January 8, 218 1:32:54 PM Project: H:\217\17-37\Sidra\Weaver Rd Senior Housing.sip6 C - 9

MOVEMENT SUMMARY Site: 22 Baseline Conditions 3 - Bickford Avenue at Avenue D Roundabout Movement Performance - Vehicles Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed veh/h % v/c sec veh ft per veh mph South: Bickford Avenue (NB) 3u U 12 4..73 14.1 LOS B 7.7 198.6.66.57 36.7 3 L2 1 4..73 11.6 LOS B 7.7 198.6.66.57 35.8 8 T1 75 4..73 5.7 LOS A 7.7 198.6.66.57 35.8 18 R2 128 4..73 5.7 LOS A 7.7 198.6.66.57 34.7 Approach 89 4..73 5.8 LOS A 7.7 198.6.66.57 35.6 East: Avenue D (WB) 1u U 2 4..787 32.2 LOS C 1.9 28.9 1. 1.3 28.2 1 L2 26 4..787 29.8 LOS C 1.9 28.9 1. 1.3 27.7 6 T1 2 4..787 23.8 LOS C 1.9 28.9 1. 1.3 27.7 16 R2 265 4..787 23.9 LOS C 1.9 28.9 1. 1.3 27. Approach 476 4..787 26.5 LOS C 1.9 28.9 1. 1.3 27.3 North: Bickford Avenue (SB) 7u U 61 4..573 13.8 LOS B 4.9 126.3.65.57 36.3 7 L2 29 4..573 11.4 LOS B 4.9 126.3.65.57 35.4 4 T1 545 4..573 5.4 LOS A 4.9 126.3.65.57 35.4 14 R2 11 4..573 5.5 LOS A 4.9 126.3.65.57 34.3 Approach 645 4..573 6.5 LOS A 4.9 126.3.65.57 35.5 West: 15th Street (EB) 5 L2 68 4..114 15. LOS B.7 18.4.79.81 32.6 2 T1 4 4..114 9. LOS A.7 18.4.79.81 32.6 12 R2 2 4..114 9.1 LOS A.7 18.4.79.81 31.7 Approach 74 4..114 14.4 LOS B.7 18.4.79.81 32.6 All Vehicles 285 4..787 11. LOS B 1.9 28.9.74.74 33.2 Level of Service (LOS) Method: Delay (HCM 2). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 Copyright 2-215 Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: GIBSON TRAFFIC CONSULTANTS Processed: Thursday, January 4, 218 1:25:59 PM Project: H:\217\17-37\Sidra\Weaver Rd Senior Housing.sip6 C - 1

HCM 21 TWSC 1: Bickford Avenue & Weaver Road Weaver Road Senior Housing Intersection Int Delay, s/veh 25.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 39 2 6 42 1235 6 3 79 61 Future Vol, veh/h 42 39 2 6 42 1235 6 3 79 61 Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 15 - - 15 - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 75 75 75 4 4 4 98 98 98 98 98 98 Heavy Vehicles, % 3 3 3 4 4 4 3 3 3 Mvmt Flow 56 52 5 15 43 126 6 3 723 62 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 286 282 723 215 279 1263 723 1266 Stage 1 73 73-1349 1349 - - - - - - - Stage 2 1356 1352-756 73 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.1 6.5 6.2 4.14 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53-6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.13 5.53-6.1 5.5 - - - - - - - Follow-up Hdwy 3.527 4.27 3.327 3.5 4 3.3 2.236 - - 2.227 - - Pot Cap-1 Maneuver ~ 38 53 425 38 54 29 87 - - 546 - - Stage 1 412 426-188 221 - - - - - - - Stage 2 183 217-43 431 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 34 5 425 32 51 29 87 - - 546 - - Mov Cap-2 Maneuver ~ 34 5-32 51 - - - - - - - Stage 1 392 424-179 21 - - - - - - - Stage 2 161 26-352 429 - - - - - - - Approach EB WB NB SB HCM Control Delay, s $ 515 57.6.3 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 87 - - 61 88 546 - - HCM Lane V/C Ratio.49 - - 1.77.227.6 - - HCM Control Delay (s) 9.4 - - $ 515 57.6 11.6 - - HCM Lane LOS A - - F F B - - HCM 95th %tile Q(veh).2 - - 9.9.8 - - Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon 22 Future Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 11

Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 42 39 2 6 42 1235 6 3 79 61 Future Volume (vph) 42 39 2 6 42 1235 6 3 79 61 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 15 15 Storage Lanes 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.935.899.999.85 Flt Protected.975.988.95.95 Satd. Flow (prot) 1682 1688 1736 1825 1752 1845 1568 Flt Permitted.833.936.34.69 Satd. Flow (perm) 1437 1599 555 1825 127 1845 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 73 73 73 Link Speed (mph) 3 3 3 3 Link Distance (ft) 61 465 145 946 Travel Time (s) 13.7 1.6 31.9 21.5 Peak Hour Factor.97.97.97.97.97.97.97.97.97.97.97.97 Heavy Vehicles (%) 3% 3% 3% % % % 4% 4% 4% 3% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) 83 8 43 1279 3 731 63 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 6 Detector Phase 4 4 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 Total Split (s) 22.5 22.5 22.5 22.5 9.5 58. 9.5 58. 58. Total Split (%) 25.% 25.% 25.% 25.% 1.6% 64.4% 1.6% 64.4% 64.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)....... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Min Act Effct Green (s) 6.9 6.9 6.7 6.7 58.7 56.6 56.6 Actuated g/c Ratio.9.9.81.81.78.75.75 v/c Ratio.42.4.8.87.1.53.5 Control Delay 17.4.4 2.4 17.3 2.3 7.9 1.3 Queue Delay....... Total Delay 17.4.4 2.4 17.3 2.3 7.9 1.3 LOS B A A B A A A Approach Delay 17.4.4 16.8 7.4 Approach LOS B A B A Queue Length 5th (ft) 4 3 266 155 Queue Length 95th (ft) 45 1 #986 2 291 1 22 Future Conditions with Development with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) 521 385 1325 866 Turn Bay Length (ft) 15 15 Base Capacity (vph) 4 439 525 1469 27 1483 1274 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.21.2.8.87.1.49.5 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 75.4 Natural Cycle: 12 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.87 Intersection Signal Delay: 13.4 Intersection LOS: B Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bickford Avenue & Weaver Road 22 Future Conditions with Development with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 12

HCM 21 TWSC 2: Bickford Avenue & 19th Place/Bickford Cut-Off Weaver Road Senior Housing Intersection Int Delay, s/veh 65.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 5 141 3 4 279 45 952 59 121 572 34 Future Vol, veh/h 24 5 141 3 4 279 45 952 59 121 572 34 Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 125 - - - 2 - - 15 - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 86 86 86 72 72 72 93 93 93 93 93 93 Heavy Vehicles, % 1 1 1 5 5 5 4 4 4 2 2 2 Mvmt Flow 28 6 164 4 6 388 48 124 63 13 615 37 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2243 278 633 248 264 155 652 187 Stage 1 894 894-1152 1152 - - - - - - - Stage 2 1349 1184-896 912 - - - - - - - Critical Hdwy 7.11 6.51 6.21 7.15 6.55 6.25 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.11 5.51-6.15 5.55 - - - - - - - Critical Hdwy Stg 2 6.11 5.51-6.15 5.55 - - - - - - - Follow-up Hdwy 3.59 4.9 3.39 3.545 4.45 3.345 2.236 - - 2.218 - - Pot Cap-1 Maneuver 3 54 482 4 54 ~ 27 925 - - 642 - - Stage 1 337 361-237 269 - - - - - - - Stage 2 187 264-331 349 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 41 482 19 41 ~ 27 925 - - 642 - - Mov Cap-2 Maneuver - 41-19 41 - - - - - - - Stage 1 32 288-225 255 - - - - - - - Stage 2-25 - 171 278 - - - - - - - Approach EB WB NB SB HCM Control Delay, s $ 41.4 2 HCM LOS - F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 925 - - - 482 222 642 - - HCM Lane V/C Ratio.52 - - -.34 1.789.23 - - HCM Control Delay (s) 9.1 - - - 16.3 $ 41 12 - - HCM Lane LOS A - - - C F B - - HCM 95th %tile Q(veh).2 - - - 1.5 27.3.8 - - Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon 22 Future Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 13

Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 5 141 3 4 279 45 952 59 121 572 34 Future Volume (vph) 24 5 141 3 4 279 45 952 59 121 572 34 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 125 2 15 Storage Lanes 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.85.868.991.992 Flt Protected.96.999.95.95 Satd. Flow (prot) 186 1599 1569 1736 181 177 1848 Flt Permitted.347.998.367.86 Satd. Flow (perm) 653 1599 1568 67 181 16 1848 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 145 25 6 6 Link Speed (mph) 3 3 3 3 Link Distance (ft) 4 528 186 145 Travel Time (s) 9.1 12. 41. 31.9 Peak Hour Factor.97.97.97.97.97.97.97.97.97.97.97.97 Heavy Vehicles (%) 1% 1% 1% 5% 5% 5% 4% 4% 4% 2% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 3 145 295 46 142 125 625 Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 22.8 22.8 22.8 22.8 22.8 9.6 57.4 9.8 57.6 Total Split (%) 25.3% 25.3% 25.3% 25.3% 25.3% 1.7% 63.8% 1.9% 64.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)....... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Act Effct Green (s) 1.9 1.9 1.9 56.2 51.1 58.6 55.6 Actuated g/c Ratio.13.13.13.69.63.72.69 v/c Ratio.34.43.76.9.91.56.49 Control Delay 42.7 9.9 24.7 3.9 28. 19.9 9.6 Queue Delay....... Total Delay 42.7 9.9 24.7 3.9 28. 19.9 9.6 LOS D A C A C B A Approach Delay 15.5 24.7 27. 11.3 Approach LOS B C C B Queue Length 5th (ft) 14 44 5 398 13 151 Queue Length 95th (ft) 4 48 128 17 #848 #82 298 22 Future Conditions with Development with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) 32 448 1726 1325 Turn Bay Length (ft) 125 2 15 Base Capacity (vph) 149 476 516 532 1196 222 127 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.2.3.57.9.87.56.49 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 81 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.91 Intersection Signal Delay: 2.7 Intersection LOS: C Intersection Capacity Utilization 91.9% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Bickford Avenue & 19th Place/Bickford Cut-Off 22 Future Conditions with Development with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 14